Fluvanna Women's Parking Borrow Soils REPORT - (21-049).pdf

April 5, 2021

Sekiv Solutions

14207 Pond Chase Place

Midlothian, Virginia 23113

Attention: Mr. Stig Owens, P.E.

Regarding: Hand Auger Soil Study- Project #21-0049

Fluvanna Women’s Prison Additional Parking – Borrow Area Soils

Fluvanna, Virginia

Dear Mr. Owens:

We have completed our evaluation of the subsurface conditions at this site based on our March

17th, 2021 test borings. This report has been prepared in accordance with our proposal dated

March 12th, 2021.

We evaluated the subsurface data and the soil samples taken during this study to analyze the soils in the proposed borrow area and their efficacy as compactable fill. We have determined that the materials in the borrow area that we tested are suitable for use as structural fill for the parking lot expansion project. This report summarizes our analysis of subsurface conditions and presents our recommendations for using the soils as fill material.

Project Description

The proposed construction consists of an approximately 0.95-acre parking lot expansion to the west side of the western access road, adjacent to the existing front parking lot.

Based on the information provided to us we understand that the area south of the maintenance building is to be used as a borrow area for soils to bring the proposed parking lot expansion area up to grade

Site Description

The proposed borrow area is south of the maintenance building at the Fluvanna Women’s Prison.

At the time of the investigation the area was moderately sloped downhill to the south and was grass covered with no standing water or water features.

Investigational Procedures

The subsurface conditions on the site were explored by 2 test borings to a depth of 5 feet to collect two bulk samples from the approximate locations shown on the boring location sketch.

Zannino Engineering, Inc.

9915 Greenwood Road

Glen Allen, Virginia 23060

(804) 262-0299 Fax (804) 262-8479 www.ZanninoEngineering.com http://www.zanninoengineering.com/

Geotechnical Engineering Study #21-0049 Zannino Engineering, Inc.

Fluvanna Women’s Borrow Soils 2 April 5, 2021

The surface of the area was covered with three to six inches of topsoil. The second location

(HA-2) was approximately five-feet lower than HA-1 with each location having a uniform soil profiles thru each boring’s depth. The bulk soil samples from the test borings were returned to our soil laboratory for further testing.

Laboratory Testing

Both soil samples were delivered to our soils laboratory and subjected to laboratory testing to define physical and engineering properties of the soil. Laboratory test included moisture content, grain size analysis, Atterberg Limits, Standard Proctor and California Bearing Ratio (CBR). The results of laboratory testing have been summarized and are tabulated below.

Laboratory Testing Summary

Boring Depth (ft.)

Moisture

Content

% Passing

#200 Sieve

Liquid

Limit

Plastic

Limit

Plasticity

Index

USCS/ AASHTO

Classification

HA-1 0.25 – 5 13.6 49 25 18 7 SC – SM /

A-4(1)

Max Dry Density, pcf

122.6 Optimum Moisture

Content, %

11.9 CBR 6.1

HA-2 0.5 – 5 18.8 66 32 19 13 CL / A-6(6)

Max Dry Density, pcf

117.0 Optimum Moisture

Content, %

13.1 CBR 9.4

NOTES: -- Not Tested NP Non-Plastic

Groundwater Conditions

We did not encounter groundwater at either sample location. Typically, shallow perched water conditions could occur outside of the normal growing season or between the months of

November and April. Groundwater elevations may vary with time of year, and precipitation.

Evaluation and Recommendations

Pavements

The samples had California Bearing Ratio (CBR) results of 6.1 and 9.4 for an average CBR value of 7.8. We recommend using a Design CBR (DCBR) value of 5.2.

If the pavement design is done using the method found in the Virginia Department of

Transportation Pavement Design Guide for Subdivision and Secondary Road in Virginia (2009)

(based on the Vaswani Method), the table below summarizes the Soil Support Value (SSV) calculations:

Sample CBR Design CBR Resiliency Factor (RF) Design CBR X Average RF = SSV

HA-1 6.1 5.2 2.5 11.7

HA-2 9.4 2.0

Fluvanna Women’s Borrow Soils 3 April 5, 2021

Based on the above values and assuming low traffic counts and less than 5% heavy vehicle traffic, the following preliminary pavement designs are recommended:

LIGHT DUTY ASPHALT PAVEMENT

(Light Vehicle Parking)

Asphalt Surface 2.0-inches Asphalt Surface Material, Type SM-12.5A or SM-9.5A

Asphalt Base Not Required

Aggregate Base 6.0-inches Aggregate Base Material, Type I, Size 21A or B

Subgrade Stable and compacted to a dry density of at least 95% ASTM D698

HEAVY DUTY ASPHALT PAVEMENT

(Entrances and Drive-Lanes)

Asphalt Surface 2.0-inches Asphalt Surface Material, Type SM-12.5A or SM-9.5A

Asphalt Base 3.0-inches Asphalt Base Material, Type BM-25.0

Aggregate Base 6.0-inches Aggregate Base Material, Type I, Size 21A or B

CONCRETE PAVEMENT

(Dumpster Pad/Apron)

Concrete 6.0-inches Portland Cement Concrete, 4000 psi / Air-Entrained.

Note: Control joints shall be provided to control cracking and the concrete section should be reinforced with FiberMesh, welded wire mesh or steel bars.

Aggregate Base 4.0-inches Aggregate Base Material, Type I, Size 21A or B

During pavement construction, any soft, unstable and/or unsuitable materials must be removed from the pavement areas, and/or stabilized in-place. Pavement area subgrade should be stripped, proof-rolled and observed by a Geotechnical Engineer or representative. At that time, any localized soft or unsuitable materials might be identified. Once encountered, such material should be evaluated during construction and removed from pavement areas or stabilized (with admixtures or with geo-textile) as deemed necessary by the Geotechnical Engineer.

Continuing Services

Based on our existing familiarity with this project as well as other projects for the Virginia

Department of Corrections and in Fluvanna County, we suggest that we be hired to provide construction testing services for this project. We can provide a separate proposal for these services upon request.

Limitations

This report has been prepared for use by Sekiv Solutions and their agents to aid in the design of this project. The report has been prepared in accordance with generally acceptable geotechnical engineering practices and no other warranties, either expressed or implied, are made.

Fluvanna Women’s Borrow Soils 4 April 5, 2021

Recommendations presented in this report are based on data obtained from hand auger borings drilled at the locations shown on the boring location drawing. Variations occurring between borings may not become evident until or during construction.

If significant changes are found in soils excavated from this borrow area from what is described in this report, the conclusions and recommendations presented herein should not be considered valid unless we have reviewed the changes and modified or verified the conclusions and recommendations.

We appreciate the opportunity providing you our services. Please contact us if you have any questions regarding our finding or if there are any additional services that we could offer you.

Sincerely, Zannino Engineering, Inc.

Joshua Spacek Mark E. McLain, P.E.

Engineering Aide Senior Engineer

Attachments

- Boring Location Sketch

- Soils Laboratory Test Curves

4/5/2021

Test Boring

Location Plan

Client:

Sekiv Solutions

Project:

Fluvanna Women's Prison

Borrow Area Soils

Location:

Fluvanna Women’s Prison

144 Prison Lane

Troy, Virginia 22974

Notes:

Drawing Not to Scale

Background Imagery by

Others for Reference Only

Boring Locations are

Approximate

Zannino Engineering, Inc.

9915 Greenwood Road

Glen Allen, Virginia 23060

Tel: (804) 262-0299

Fax: (804) 262-8479

HA-1

N O

R T

H

HA-2

Tested By: Gregory S. Cox Checked By: Josh Spacek

3/29/2021

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

Red silty, clayey, fine to coarse grained SAND with gravel 3/8" #4 #10 #16 #40

#100 #200

18 25 7

7.9456 0.2456 0.0817

SC-SM A-4(1)

NMC = 13.6%

Sekiv Solutions

Fluvanna Women's Prison Parking Expansion

21-0049

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Bulk HA-1 Sample Number: 21-072 Depth: 0.25' - 5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

5 11 16 49 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

COMPACTION TEST REPORT

D ry d e n s it y p c f

Water content, %

- Rock Corrected - Uncorrected

7 9 11 13 15 17 19

11.9%, 122.6 pcf

14.3%, 115.2 pcf

ZAV for Sp.G. = 2.70

Test specification:

ASTM D4718-15 Oversize Corr. Applied to Each Test Point

ASTM D 698-12 Method A Standard

0.25' - 5' SC-SM A-4(1) 13.6 2.7 25 7 19 49

Red silty, clayey, fine to coarse grained SAND with gravel

21-0049 Sekiv Solutions

Report Date: 3/29/21

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Location: Bulk HA-1 Sample Number: 21-072

Figure

115.2 pcf Maximum dry density = 122.6 pcf

14.3 % Optimum moisture = 11.9 %

Fluvanna Women's Prison Parking Expansion

BEARING RATIO TEST REPORT

VTM-8 (2013)

Project No: 21-0049

Project: Fluvanna Women's Prison Parking Expansion

Location: Bulk HA-1

Sample Number: 21-072 Depth: 0.25' - 5'

Date Sampled: 3/29/2021 Date Received: 3/29/2021

Red silty, clayey, fine to coarse grained SAND with gravel

Test Description/Remarks:

Report Day: 3/29/21

Figure

122.6 11.9 25 7SC-SM

Material Description

USCS

Max.

Dens.

(pcf)

Optimum Moisture

LL PI

Molded

Density (pcf)

Percent of Max. Dens.

Moisture

Soaked

Density (pcf)

Percent of Max. Dens.

Moisture

CBR (%)

0.10 in. 0.20 in.

Linearity Correction

(in.)

Surcharge (lbs.)

Max.

Swell

1 115.2 94 14.6 114.7 93.5 16.1 6.1 7.4 0.000 10 0.4

P e n e tr a ti o n

R e s is ta n c e p s i)

Penetration Depth (in.)

0 0.1 0.2 0.3 0.4 0.5

S w e ll

0.1

0.2

0.3

0.4

0.5

Elapsed Time (hrs) 0 24 48 72 96

3/29/2021

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

Variable color, fine to coarse grained sandy, lean CLAY with gravel 3/8" #4 #10 #16 #40

#100 #200

19 32 13

3.6941 1.0050

CL A-6(6)

NMC = 18.8%

Sekiv Solutions

Fluvanna Women's Prison Parking Expansion

21-0049

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Bulk HA-2 Sample Number: 21-073 Depth: 0.5' - 5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

3 7 15 66 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

COMPACTION TEST REPORT

D ry d e n s it y p c f

Water content, %

- Rock Corrected - Uncorrected

7.5 10 12.5 15 17.5 20 22.5

13.1%, 117.0 pcf

14.2%, 113.6 pcf

ZAV for Sp.G. = 2.70

Test specification:

ASTM D4718-15 Oversize Corr. Applied to Each Test Point

ASTM D 698-12 Method A Standard

0.5' - 5' CL A-6(6) 18.8 2.7 32 13 9 66

Variable color, fine to coarse grained sandy, lean CLAY with gravel

21-0049 Sekiv Solutions

Report Date: 3/29/21

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Location: Bulk HA-2 Sample Number: 21-073

Figure

113.6 pcf Maximum dry density = 117.0 pcf

14.2 % Optimum moisture = 13.1 %

Fluvanna Women's Prison Parking Expansion

BEARING RATIO TEST REPORT

VTM-8 (2013)

Project No: 21-0049

Project: Fluvanna Women's Prison Parking Expansion

Location: Bulk HA-2

Sample Number: 21-073 Depth: 0.5' - 5'

Date Sampled: 3/29/2021 Date Received: 3/29/2021

Variable color, fine to coarse grained sandy, lean CLAY with gravel

Test Description/Remarks:

Report Date: 3/29/21

Figure

117.0 13.1 32 13CL

Material Description

USCS

Max.

Dens.

(pcf)

Optimum Moisture

LL PI

Molded

Density (pcf)

Percent of Max. Dens.

Moisture

Soaked

Density (pcf)

Percent of Max. Dens.

Moisture

CBR (%)

0.10 in. 0.20 in.

Linearity Correction

(in.)

Surcharge (lbs.)

Max.

Swell

1 113.8 97.3 14.8 112.8 96.4 18.2 9.4 10.9 0.000 10 0.9

P e n e tr a ti o n

R e s is ta n c e p s i)

Penetration Depth (in.)

0 0.1 0.2 0.3 0.4 0.5

S w e ll

0.2

0.4

0.6

0.8

Elapsed Time (hrs) 0 24 48 72 96